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Study on the Relation Between Ground Motion Parameters and Simulated Earthquake Damage of Simplified Masonry Structures

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Study on the Relation Between Ground Motion Parameters and Simulated Earthquake Damage of Simplified Masonry Structures Advances in Engineering Research, volume 120 International Forum on Energy, Environment Science and Materials (IFEESM 2017) Study on the relation between ground motion parameters and simulated earthquake damage of simplified masonry structures TAO Dongwang1,a, CAI Yinliang1 1Key Laboratory of Earthquake Engineering and Engineering Vibration, Institute of Engineering Mechanics, China Earthquake Administration, Harbin 150080, China [email protected] Keywords: Ground motion parameter; Earthquake damage; Masonry structure; Damage index; Statistics analysis; Restoring force model Abstract: Choosing proper earthquake ground motion parameters is important to establish a relation between strong ground motion and the earthquake damage. In this paper the statistical relationship between ten ground motion parameters and simulated mean earthquake damage indices of simplified masonry structures is investigated. The ten parameters to be used include time domain peaks and mean values, frequency domain peaks, time durations. Based on the field investigation on the structural earthquake damage conducted in Deayang City, Guanyuan City, Jiange County and Jiangyou City, simplied masonary structures group are generated with main controlling parameters as ratio of different number of stories, ratio of earthquake resist design. To simulate the earthquake damage of masonary structures under strong ground motion, simplied shear type model of masonary structures are used, with main controlling parameters as initial stiffness, first nonlinear stiffness, second nonlinear stiffness, yielding stress, ultimate stress. Using the 139 sets of strong ground motion in 12 earthquakes and thousands of simplied masonary structures, it is found that It is found that effective peak acceleration and peak ground acceleration which indicate the characteristics of force to structure have good relationship with damage of masonry structure, and the story number of masonry structure directly affects the strength of correlation between ground motion parameters and damage of masonry structure. Introduction In post earthquake damage assessment, the damage degree of single building is classified into five levels of damage ranks such as basic intactness, slight damage, moderate damage, serious damage and collapse with the help of the macro phenomenon of damage status of structures[1-2]. The average earthquake damage index indicates the weighted average of earthquake damage indices of various structures in a certain structural group and can be used to quantitatively evaluate the intensity of earthquake damage in a region. The earthquake damage is due to the strong ground motion under the basement of bulidings, and there are many parameters to exhibit the characteristics and damage potential of stong ground motions including time domain peaks and means, frequency domain peaks, and even time-frequency domain parameters [3]. It is important to analyze the relaiton between these parameters and earthquake damage. Since masonary structures classified as Type A, B and C are mainly used to damage investigation and damage assessment, this paper uses the investigation data of actual seismic damage in Sichuan area during the Wenchuan earthquake, and establishes a sets of nonlinear model group of masonary structures. The nonlinear seismic response of the structures under the actual ground motions are analyzed by elasto-plastic dynamic response analysis. Using the structural damage index and damage level to obtain the average earthquake damage index of the virtual structure groups at a given station area and to study the correlation between the ground motion parameters and the earthquake damage, strong ground motion parameters with good correlation with simulated earthquake damage of simplified masonary structures using statistical method are chosen for further research such as seismic intensity rapid report. Copyright © 2018, the Authors. Published by Atlantis Press. This is an open access article under the CC BY-NC license (http://creativecommons.org/licenses/by-nc/4.0/). 1836 Advances in Engineering Research, volume 120 Strong Ground Motions Ground motion results of seismic waves released by the earthquake source, and the ground motion parameters mainly include time domain peaks, frequency spectrum and time duration. The time domain peaks include peak ground acceleration (PGA), peak ground velocity (PGV), peak ground displacement (PGD), the single directional PGA, the horizontal PGA, the combined PGA. The time domain means include root mean square of accelerations, Arias intensity[4]. The frequency domain peaks include peak frequency of Fouier spectrum, peak amplitude of Fouier spectrum, acceleration response spectrum, velocity response spectrum, displacement response spectrum, effective peak acceleration, effective peak velocity, and the frequency domain means include spectral intensity such as Clough spectral intensity, Housner spectral intensity[5]. Time duration parameters include the bracket duration and energy duration. In this paper 139 sets of strong ground motion in 12 earthquakes are use list in Table 1. Table 1. 12 The list of earthquake events and number of ground motions Epicenter Serial Earthquake Time Magnitude Numbers province 1 Wenchuan Sichuan 2008-05-12 M8.0 87 2 Lushan Sichuan 2013-04-20 M7.0 12 3 Panzhihua Sichuan 2008-08-30 M6.1 4 4 Ninger Yunan 2007-06-03 M6.4 3 5 Yingjiang Yunan 2008-08-21 M5.8 1 6 Yaoan Yunan 2009-07-09 M6.0 1 7 Wuqia Xinjiang 2008-10-05 M6.8 3 8 Minxian Gansu 2013-07-22 M6.6 4 9 Ludian Yunan 2014-08-03 M6.5 8 10 Jinggu Yunan 2014-10-07 M6.6 5 11 Kangding Sichuan 2014-11-22 M6.3 3 12 Kangding Sichuan 2014-11-25 M5.8 8 Masonary Structures Catergory based on Field Investigaiton After Wenchuan earthquake, China Earthquake Administration organized several important field investigations on the structural earthquake damage. One team led by Professor Sun Jingjiang has macro seismic intensity survey and the masonary structures in the four cite are shown in Table 2. 70 % of the masonary structures are used for residence, followed by Government, Education and Business, and the number of stories is mainly in 3-6. The residence buildings are designed to withstand intensity VII ground motion after 1992. Table 2. Number and ratio of different use of masonary structures in four cites Usage Resident Education Mediation Govern. Business Total Deyang 13 1 -- 3 1 18 Guanyuan 83 3 4 5 12 107 Jiange 10 11 2 9 -- 32 Jiangyou 27 -- 2 3 1 33 Sum 133 15 8 20 14 190 Ratio（%） 70% 8% 4% 11% 7% 100% Nonlinear Restoring Force Model for Masonary Structures Multistories masonary structures can be modelled as layer model, which layers the mass of each layer into the mass center of the floor cover and replaces the stiffness of all members in this layer with a total 1837 Advances in Engineering Research, volume 120 equivalent lateral stiffness, forming a vertical mass-series spring model. For simplicity and computer efficience, shear type layer model are implemented to model Multistories masonary structures. The inter story elements especially the weight resist wall of masonary structures undergo nonlinear behaviour under large ground motions, and trilinear force-displacement relation is used to model the nonlinear restoring force. The controlling parameters as initial stiffness K0, first nonlinear stiffness K1, [6] second nonlinear stiffness K2, yielding stress Qy, ultimate stress Qu as shown in Figure 1 . Figure 1. Restoring force model for masonary walls The parameters K2, Qu are dependant on the other three and the corresponding variablity are small, to simulated a group nonlinear model, the independent stochastic variabes are K0, K1 and Qy, and the vairation coefficients are set as 0.3, 0.33 and 0.3 for each in respectively. For a masonary structure with givien stories, stratified sampling, each independent stochastic variabes taking 5 values within plus or minus one standard deviation of the average value of the sample respectively, is used to generate the interstory nonlinear model for each story, and large number of nonlinear a masonary structure are generated. A random combination method is adopted expanded 125 masonry structure nonlinear models. The other multistories masonary structures are also established. Earthquake Damage Index The damage degree of masonry structure is measured by the parameters of ductility coefficient given as Equation 1: xmax m = (1) xy where xmax is the maximal interstory displacement, and xy is the displacment when the walls begin to have crack. The masonry structure is classified as basic intactness when m £ 1; basic intactness, slight damage when 12££m ; moderate damage when 24££m ; serious damage when 46££m and collapse when m > 6. The average earthquake damage index D refers to the weighted average of the earthquake damage indices of similar buildings at a certain survey point, that is, the sum of the product of earthquake damage buildings at various damage levels or classes and its corresponding earthquake damage index, given by Equation 2[7] 5 Dd= å iil (2) i=1 where di is the damage index for damage level i , li is the damage ratio of building using the numbers or areas of damaged to the total buildings. The damage index is set as 0.05 for basic intactness; 0.2 for 1838 Advances in Engineering Research, volume 120 slight damage; 0.43 for moderate damage; 0.7 for serious damage and 0.93 for collapse. Different weights are assigned to masonry structure with different stories given by Table 3. Table 3. The weight coefficience for structure with different stoties Stories 2 3 4 5 6 7 Sum B Type 0.06 0.21 0.21 0.29 0.21 0.02 1.00 C Type 0.04 0.10 0.05 0.02 0.65 0.14 1.00 Results Take the ground motion at Jiangyou Zhonghua station 051JYC in Wenchuan Earthquake for example, the calcuated 10 ground motion parameters are given in Table 4. Table 4. Calcuated 10 ground motion parameters at station 051JYC Parameters PGAR PGVR PSV PSAs PSVs SIc SIh PGAc A03 A05 Values 310.75 31.62 73.97 470.64 28.69 13.67 9.17 270.63 169.05 207.73 Using Wilson-θ method to calculate the multi degree of freedom shear type nonlinear seismic response, the interstory force displaement for a 3-story building is shown in Figure 2.
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